Effect of Heating on the Behaviour of Direct Shear ...

International Journal of Science and Research (IJSR) ISSN (Online): 2319-7064

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Volume 4 Issue 3, March 2015

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Effect of Heating on the Behaviour of Direct Shear

Transfer in Self-Compacting Concrete

Khattab Saleem Abdul-Razzak

Assistant Professor, Dr., Diyala University/College of Engineering/Dept. of Civil Engineering, Iraq

Abstract: This laboratory research is concerned with the shear transfer behavior of self-compacted concrete SCC push-off specimens

being exposed to high temperatures for one time or more. Two types of casting water are used, namely, tap water (drinkable) and raw

water (undrinkable) which is brought from local wells, a situation which is currently under use in Iraq especially in large engineering

facilities far from cities. Effect of heat exposure is also studied due to well-known unstable circumstances that Iraq faces. Twenty-four

specimens are cast and some of them are exposed to different levels of heating. Later on after heating in an electrical furnace,

specimens are cooled down by two ways, gradually, by leaving them to air for one day, and the fast way by gently putting in water.

Testing of specimens is carried out by loading each one, using compression machine until failure. It is observed that using raw water in

casting SCC (no heatexposure) leads to decrease in shear transfer strength and in vertical slip in addition to the decrement in

compressive strength and tensile strengthin comparison with using potable water. It is also observed that heating and then rapid cooling

cause tangible shear transfer strength,slip, compressive strength and tensile strength decrease especially when raw water is used for

concrete casting.

Keywords: direct shear, self-compacted concrete, push-off tests, heating, cyclic heating, way of cooling,type of water.

Notations

Ag Gross section area in direct shear (the shear plane)

D Vertical slip of the upper flange

f/c Cylinder compressive strength (of plain concrete)

ft Tensile strength of concrete (indirect splitting test)

fy Yield strength of reinforcement steel bars

fu Ultimate strength of reinforcement steel bars

fv Shear stress in the shear plane

P Shear force in the shear plane

SCC Self-compacted concrete

SP Super plasticizer

VC Vibrated concrete

%↓ decrement percentage

1. Introduction

Although shear transfer strength is one of the most important

characteristics of reinforced concrete structural members,

the studies concerning shear transfer strength in

SCCexposed to high temperature still are very limited.

Bryan Barragán et al. (2006) used push-off specimens to

analyze the shear behavior of normal- and high-strength

steel fiber-reinforced concrete. The authors calculated the

toughness-based parameters, for possible use in design.

They concluded that important improvements in the ductility

of concrete in shear failure and some increase in the shear

strength are accomplished through the incorporation of steel

fibers in normal- and high-strength concretes.

Anagnostopoulos et al. (2009) studied the mechanical

characteristics of different strength classes of SCC with

different filler materials when exposed to elevated

temperatures. One of their conclusions was that the SCC

spall more compared to VC due to lower permeability and

higher moisture content. Hanaa Fares et al.(2009)discussed

the negative effect of heating exposure through a heat rate of

1 °C/min up to desired target temperatures of 150, 300, 450

and 600°Con the compressive strength, flexural strength,

bulk modulus of elasticity, porosity and permeability in

SCC. Jin Tao et al.(2010)investigated the passive effects of

elevated temperatures up to 800°C on the compressive

strength of normal strength SCC and high strength SCC. The

authors found that grade of concrete has an effect on the

strength loss of concrete, especially in the temperature range

below 400°C. They also found that normal strength SCC has

a less compressive strength than high strength SCC after

heat exposure. Pedro and Estefania(2010) investigated the

shear behavior in push-off specimens along the shear plane

by means of crack opening and shear displacement versus

shear load process. They observed that the failure

occurrence is better controlled by the presence of fibers in

addition to the fact that the shear failure was more ductile.

Anand and Arulraj(2014)found from testing SCC beams of

different grades that the loss of strength of lower grade SCC

beams is less than that of the SCC beams of higher grades.

They also found that the drop in compressive, tensile and

flexural strength of the tested beams relies on type of heating

and cooling conditions.

2. Materials and SCC Mix Proportions

2.1 Water

Two types of water are used in experimental work.

The first one is potable water and the second is raw

Paper ID: SUB152650 2251





water brought from a local well. The raw water of the

local well is approximately similar to that of tap water

in terms of transparency and odour, see Table 1. It is

clear from the chemical analysis the following

indicators:

Turbidity value is about six times more than

permitted for drinking water.

Total dissolved solids T.D.S. is six times more than

permitted in drinking water.

Table 1.Analysis of the used raw water

Parameter Mg/l Water Type Max.

Permissible Raw Clean

Turbidity NTU (Nephelometric

Turbidity Unit) 30 - 5

pH (power of Hydrogen) 6.9 - 6.5-8.5

E.C. (Ms/cm) (Electrical

Conductivity) 11457 - /

T.D.S (Total Dissolved Solids) 6274 - 1000

Recommendation Not for drink

2.2 Cement

Iraqi national ordinary Portland cement produced in

Tasloja according to the Iraqi standard specification

IQS No.5(1984) is used throughout the research work.

It is stored in a semi-dry place (Laboratory conditions)

to avoid exposure to atmospheric conditions.The

analyses of physical properties and chemical

compositionsare shown in Table 2and Table 3

respectively.

Table 2: Physical properties of cement

Physical properties Test

results

Standard

Specifications

IQS 5/1984

Specific surface area (Blaine method),

m2/kg 495 ≥230

Setting time (Vicate apparatus),

Initial setting, h:min

Final setting, h:min

2:55

4:35

≥00:45

≤10:00

Compressive strength, MPa

3 days

7days

33.5

38.6

≥15

≥23

Soundness (Autoclave) method, % 0.3 ≤0.8

Table 3: Chemical compositions and main compounds of

cement Oxides

composition Content

% Standard

Specifications IQS 5/1984 CaO 63.06 - SiO2 22. - Al2O3 6.25 - Fe2O3 3.13 - MgO 2.95 <5 SO3 3.03 <2.8

L.O.I. loss onignition

3.33 <4

Insoluble residue 1.21 <1.5 Lime Saturation

Factor L.S.F 0.88 0.66-1.02

Mineralogical Composition (Bogue’s equations) C3S 47.04 - C2S 28.11 - C2A 10.98 -

C4AF 6.98 -

2.3 Fine Aggregates

Natural river aggregates are used. Characteristics are

shown in Table 4. The sieve analysis of sand used

throughout this work lies within the range defined by

ASTM C33-03 (2002), see figure 1.

Table 4: Chemical and physical tests results for sand Properties Test results % Absorption 0.81

Specific gravity 2.32 Sulfate content (SO3) 0.28

2.4 Coarse aggregates

Natural river gravel with a maximum aggregate size of

6mm is used. The grading obtained from the results of

sieve analysis for the aggregate lies within the range

defined by ASTM C33-03 (2002), see figure

2.Chemical and physical properties for

gravelareshown in Table 5.

Figure 1: Grading of fineaggregate

Figure 2: Grading of coarseaggregate

Table 5: Chemical and physical test results for gravel Properties Test results % Absorption 0.61

Specific gravity 2.24 Sulfate content SO3 0.06

Dry loose-unit weight kg/m3 1496 Material finer than 75 µm 1.52

2.5 Reinforcing steel bars

Deformed steel bars of 4 and 6mm diameter are used.

Table 6 shows the properties of these reinforcing bars.






Table 6: Properties of reinforcing steel bars

Nominal

Diameter (mm)

Measured

Diameter(mm)

Cross-section

Area (mm2)

fy

(MPa)

fu

(MPa)

4 4 12.566 557 835

6 5.840 26.786 672 765

2.6 Super Plasticizer

FlocreteSP42 is used in this work research to enable the

water content of the concrete to perform more effectively,

FlattR. J. (2004). This effect is used to improve workability

and to increase ultimate strength by the very high levels of

water reduction in the concrete, (http://uct-

dcp.com/index.php/products/rmc-precast-concrete).

2.7 Metakaolin

Metakaolin is usedbecause it is a highly pozzolanic

and“reactive” material that improves most mechanical

anddurability properties of concrete. Metakaolin reacts with

the calcium hydroxide byproducts produced throughout

cement hydration, Ding, J. and Li, Z. (2002). Specific

weight is 2.62 and the surface area is 19,000 cm2/g, see

Table 7.

Table 7: Properties of Metakaolin

ASTM C618-03 % weight Oxide

Not less than 70% 51.34 SiO2 33.4 Al2O3 2.3 Fe2O3

- - Ca3O

- 0.17 MgO

Not more than 4% 0.15 SO3

Not more than 10 7.8 L.O.I

2.8 Concrete Mix Proportions

Aim of this study is not to get a job-mix formula but to study

shear strength behavior in SCC casted with tap and raw

water under different levels of heat. A specific mix is

obtained after some trails, Khayat(1999). The amounts used

in every casting campaign (i.e. every four specimens in

addition to 150mm x 150mmcubes and150mm x

300mmcylindersin order to measure f/c and ft of SCC mix

before and after heating) are 950 kg/m3cement,

1400kg/m3fine aggregate, 1640kg/m

3 coarse aggregate,

170kg/m3Metakaolin, 413 liter/m

3 water and 32.5 liter/m

3

SP. L-box, V-funnel and slump flow tests are conducted to

insure mix abilities of filling and passing in addition to

segregation resistance, see Plate 1and Table 8, ASTM

C1611&C1621 (2009).

Plate 1: Rheological parameters of the SCC

Table 8: SCC rheological parameters

Test Results

Slump flow 700 mm

T50cm Slump flow 4 sec.

V-Funnel 10 sec.

L-Box 26 mm (H2/H1)

3. Experimental Work

Twenty-four specimens divided into two groups of push-off

specimens are cast in order to cover all conditions and

parameters that are intended to be studied in this work, care

for Table 9. All specimens having same dimensions which

are 300mm x 140mm x 50mmcast in four.


http://uct-dcp.com/index.php/products/rmc-precast-concrete

http://uct-dcp.com/index.php/products/rmc-precast-concrete





Table 9: Specimens details

Group No. of

Specimens

Water

Type Heating (oC)

Specimen

designation Description

A

4

Potable

(tap)

- A01&A02 tested without heating (reference)

400 A400R heating to 400oC, rapid cooling

400 A400G heating to 400oC, gradual cooling

4





4

400+800 ACG-II heating to 400oC&800oC,

gradual cooling after each heating

400+800 ACR-II heating to 400oC&800oC,

rapid cooling after each heating

400+800+1000 ACG-III heating to 400oC, 800oC&1000oC,


400+800+1000 ACR-III heating to 400oC, 800oC&1000oC,


B

4

Raw

(well)

- B01&B02 tested without heating (reference)

400 B400R heating to 400oC, rapid cooling

400 B400G heating to 400oC, gradual cooling

4





4

400+800 BCG-II heating to 400oC&800oC,


400+800 BCR-II heating to 400oC&800oC,


400+800+1000 BCG-III heating to 400oC, 800oC&1000oC,


400+800+1000 BCR-III heating to 400oC, 800oC&1000oC,


Steel forms fabricated especially for this work, see Plate

2andfigure 3. Reinforcing bars to prevent failure except

direct shear transfer are provided. They are cut to the desired

lengths, and 90-degree hooks are formed at each 6mm

diameter deformed bar. Stirrups made from 4mm diameter

deformed bars are provided, with a 6mm concrete cover.

Plate 2: Steel form with reinforcement

Figure 3: Push-off Specimen

Twenty specimens are heated slowly at a constant rate of

3oC/min to avoid sudden rise in heat. Electrical high

temperature furnace is used in this study in providing heat

for specimens, see Plate 3. Heating time is kept 2 hours after

reaching the required temperature for one time heating and 1

hour at each time when cycling heating. Later on after

heating, specimens are cooled down by two ways, gradually,

by leaving them in the air for one day, and the fast way by

gently putting them in water. This is to reflect the case of

fire extinguish process on integrity of concrete, see Plate 4

that shows the effect of sudden cooling on spalling

phenomenon in concrete.






Plate 3: Used Electrical Furnace

Plate 4: Effect of rapid cooling

Load is applied on each specimen through one concentrated

point on top of the specimen and all of them are tested till

total failure. Small increments of load are applied to the

specimen and slip is measured at each load increment. First

cracking load and ultimate load are observed. Specimen own

dead load is neglected here because dead load effects are

negligible in comparison with the effects of concentrated

failure loads. Testing of specimens is carried out by loading

each specimen, using compression machine as shown in

Plate 5.The maximum shear transfer stress fv is obtained by

dividing the applied shear transfer load P by the area of the

shear transfer plane Ag (i.e. 140mm x 50mm = 7000 mm2),

Wong et. Al. (2007).

Plate 5: ELE compression testing machines

It is worth to mention that heat cycling, refers to the process

of heating – cooling – heating – cooling and the like. This

type of cycles may have an actual ground in real life and the

probability of fire is a great event, and happening once (or

twice or even more) again in the same place in another time.

Here, the four specimens from each group are heated to

400oC, and after that, cooled then heated again to 800

oC and

finally cooled, while two of them are heated additionally to

1000oC then also cooled.

4. Effect of Heating

According to ACI237R-07 (2007) SCC is a brittle

composite material that consists of binder (cement) paste in

addition to sand and gravel. It is well-known that pastes of

cement, sand and gravel have different thermal expansion

coefficients. At a lower elevated temperature, the expansion

due to heat of the paste of cement is a little greater than that

of the sand and gravel. So, in the concrete matrix, the paste

of cement is under hydrostatic compression, while the sand

and gravel are under biaxial compression and tension. As the

temperature further increases, the thermal strain of the paste

of cement changes to negative (shrinking) due to chemical






changes, while the aggregate continues to expand. The

concrete corresponding stresses are that, the sand and gravel

are under hydrostatic compression and the cement paste is

under biaxial compression and tension. Also, the

development of micro-cracks increases beyond 300°C and

firstly occurs around calcium hydroxide Ca(OH)2 crystals,

and partial volatilization of calcium silicate hydrate gel

commenced at about 500°C. The pore size and porosity of

the hydrate matrix will increase, and the mechanical

properties (compressive strength and modulus of rupture) of

the hydrates will be weakened, Piasta and

Rudzinski(1984).

For specimens of group A, see Plate 6, direct shear stress fvis

affected negatively by the heat as shown by the results of

Table 10.

Plate 6: Specimens of Group A

Table 10: Results of group A

Specimen

Before

heating

After heating

except specimens A01&A02

f/c

(MPa)

f/c

(MPa)

%↓

f/c

ft

(MPa)

%↓

ft

Δ

(mm)

%↓

Δ

fv

(MPa)

%↓

fv

A01&A02

(ref.) 41.9

41.9 - 4.3 - 0.084 - 6.28 -

A400G 38.4 8.3% 3.37 21.6% 0.075 10.7% 5.48 12.7%

A400R 37.3 10.9% 3.27 23.9% 0.073 13.1% 5.17 17.7%

A700G

40.8

21.85 46.4% 1.68 60.9% 0.051 39.3% 2.57 59.1%

A700R 19.53 52.1% 1.46 65.8% 0.047 45.2% 2.24 64.3%

A1000G - - - - - - - -

A1000R - - - - - - - -

ACG-II

40.76

14.57 65.2% 1.02 76.2% 0.040 52.4% 2.02 67.8%

ACR-II 11.08 73.5% 0.79 81.6% 0.036 57.1% 1.64 73.9%

ACG-III - - - - - - - -

ACR-III - - - - - - - -

It can be observed the following:

Two hours of 400oC heat causes fv decrease about

(12.7% & 17.7%) for gradual and rapid cooling

respectively, i.e. rapid cooling leads to fv decrease

about (5%).

Two hours of 700oC heat causes fv decrease about

(59% &63%) for gradual and rapid cooling

respectively, i.e. rapid cooling leads to fv decrease

about (4%).

Heat cycling for one hour at each time to 400oC and

then to 800oC causes fv decrease about (67.8%

&73.8%), i.e. rapid cooling leads to fv decrease

about (6%).

Plate 7 and Table 11 show the effect of heating on fvin

specimens of group B.

Plate 7: Specimens of Group B






Table 11: Results of group B

Specimen

Before

heating After heating

except specimens B01&B02

f/c (MPa)

f/c (MPa)

%↓ f/c

ft (MPa)

%↓

ft Δ

(mm)

%↓

Δ fv

(MPa) %↓

fv

B01&B02 (ref.)

36.94 36.94 - 4.03 - 0.064 - 5.36 -

B400G 33.40 9.6% 3.1 23.2% 0.056 12.5% 4.61 14% B400R 30.28 18% 3 25.5% 0.054 15.6% 4.32 19.4% B700G

36.07

18.07 50% 1.46 63.8% 0.036 43.7% 2.01 62.5% B700R 16.92 53.1% 1.3 67.7% 0.033 48.4% 1.7 68.3%

B1000G - - - - - - - - B1000R - - - - - - - - BCG-II

37.03

10.48 71.7% 0.88 78.2% 0.027 57.8% 1.41 73.7% BCR-II 8.97 75.8% 0.63 84.4% 0.025 62% 1.1 80.5% BCG-III - - - - - - - - BCR-III - - - - - - - -

From which it is clear that:

Two hours of 400oC heat causes fv decrease about (14%

&19.4%) for gradual and rapid cooling respectively, i.e.

rapid cooling leads to fv decrease about (5.4%).

Two hours of 700oC heat causes fv decrease about (62.5%

&68.3%) for gradual and rapid cooling respectively, i.e.

rapid cooling leads to fv about (5.8%).

Heat cycling for one hour at each time to 400oC and then to

800oC causes fv decrease about (73.7% &80.5%), i.e. rapid

cooling leads to fv decrease about (6.8%).

It is observed that heating and then rapid cooling cause

tangible shear transfer strength especially when raw

water is used for concrete casting, see figure 4.

Figure 4: Effect of heating on f

/c for specimens of Group

A and Group B

The decrement of D is relatively small. In all heating cases, it

is noticeable that the fv-D behaviour of the specimens

subjected to heat is similar to that of theones did notsubjected

to heat but with sudden and lower values as shown in figure

5for group A and group B respectively. It is also noticeable

that the behavior of f/c and fv are more similar than ft.

5. Behavior of Shear Transfer Tests

Specimens

In all cases, cracks along or parallel the shear plane took

place at lower loads, these cracks are gone together with few

and short diagonal tension cracks, with further loading, these

cracks spread to form continuous cracks along the shear

plane.The cracks were formed at an angle of about (18-21)

degree to the shear plane, they were about (25-35) mm long

and the width of cracked region was (10-25) mm. In

addition, a small amount of concrete compression spalling

occurred near to the shear plane crack in most specimens.

Figure 5: Effect of heating on ft for specimens of Group A

and Group B

It could be said, the existence of some thermal cracks

parallel and across the shear plane due to heating process,

led to form some longitudinal shear cracks along the shear

plane after loading instead of one continuous crack. It was

obvious that the specimens subjected to heat (specially that

cooled down rapidly) spall more compared to specimens did

not subjected to heat.

In general, it is noticed that specimens subjected to high

level of heat showed brittle failure with no warning before






failure, while specimens that did not exposed to heat started

first several small diagonal cracks that later were joined

together, so the specimens failed in less brittle manner. In

more details, specimens subjected to heat exhibited the

formation of the first diagonal tension crack at about (92%)

while the specimens did not subjected to heat at about (73%)

of the ultimate shear strength. These cracks are discrete with

short length, spaced closely and have passed over the surface

of the aggregateat the direct shear plane of the specimen.

6. Conclusions

From the results of this study, decisive decisions could be

made concerning the SCC structures like the possibility of

repairing orloads re-evaluating or even removing after heat

exposure. The conclusions are:

1) Experimental results obtained, when tap water is used,

show that rate of decrease instrength properties is

proportional to the temperature rise. Heating to 400oChas

decreased f/c by 11%, ft by 24%, D by 13% and fv by 18%

while heating to 700oC has decreased f

/c by 52%, ft by

66%, D by 45% and fv by 64%. It is observed that there is

a direct correlation between f/c and fv with temperature. In

addition, subjecting SCC to high level of heat showed

brittle failure with no warning before failure. Finally, it is

worth to mention that heating to 1000oC led to specimens

crush.

2) Laboratory results reveal that cyclic heating may cause the

SCC to become malfunctioned. The strength properties

have decreased in a noticeable way. It is observed that the

majority drop in strength properties takes place in the first

heating process more than the second one. Cyclic heating

has decreased f/cby 76%, ft by 84%, D by 62% and fv by

80%. It is also observed that cyclic heating to 400oC, then

to 800oC and finally to1000

oC led to specimens crush.

3) In using raw water, the effect of temperature is noticed to

be greater in decreasing the strength properties of SCC.

Replacing tap water with raw one and heating to 400oChas

made additional decrement in f/c by 11% and heating to

700oC has increased the decrement in ft by 3% while

cyclic heating to 400oCthen to 800

oChas additionally

decreased D by 3%and fv by 6%.

4) In general, the rapid cooling leads to an additional

decrease in strength properties than the gradual cooling.

Laboratory results show a decrease of 8% in f/c, 6% in

ft,5% in D and 7% in fv after cyclic heating and cooling at

400 and then to 800oC.

7. Acknowledgment

The author is sincerely grateful to his colleagues at Diyala

College of Engineering for providing the support to conduct

this research study.

References

[1] ACI Committee 237, “Self-Consolidating Concrete.”

Farmington Hills, Mich., American Concrete Institute,

2007, ACI237R-07. ISBN: 0870312448 9780870312441

[2] Anagnostopoulos, N., Sideris. K. K. and Georgiadis, A.,

“Mechanical Characteristics of Self-Compacting

Concretes with Different Filler Materials, Exposed to

Elevated Temperatures.” Springer, Materials and

Structures, Volume 42, Issue 10, pp 1393-1405, 2009, ,

DOI 10.1617/s11527-008-9459-6.

[3] Anand, N. and Prince ArulrajG., “Effect of Grade of

Concrete on the Performance of Self-Compacting

Concrete Beams Subjected to Elevated Temperatures”,

Springer,KSCE Journal of Civil Engineering, Volume

50, Issue 5, pp 1269-1284, 2014, DOI: 10.1007/s10694-

013-0345-6.

[4] ASTM C33-03, "Standard Specification for Concrete

Aggregate”, Annual Book of ASTM Standard,

American Society for Testing and Material,

Philadelphia Pennsylvania, Section 4, Vol. 4.02., pp 10-

16, 2002, DOI: 10.1520/C0033-03.

[5] ASTM C494-99a, “Standard Specification for Chemical

Admixtures for Concrete”, Annual Book of ASTM

Standards, American Society for Testing and Materials,

Vol. 04-02, 2004, DOI: 10.1520/C0494_C0494M-99A.

[6] ASTM C1611-09be1 (2009), “Standard test method for

slump flow of self-consolidating concrete,” in Annual

Book of ASTM Standards, ASTM International, West

Conshohocken, Pa, USA, 2009,

DOI: 10.1520/C1611_C1611M-09BE01.

[7] ASTM C1621 (2009). “Standard Test Method for

Passing Ability of Self-Consolidating Concrete by J-

Ring.” American Society for Testing and Materials

(ASTM) International, West Conshohocken,

Pennsylvania, 2009, DOI: 10.1520/C1621_C1621M-09.

[8] Barragán, B.E., Gettu, R., Agulló, L. y Zerbino, R.,

“Shear Failure of Steel Fiber Reinforced Concrete

Based on Push-Off Tests”, ACI Materials Journal,

V.103, pp.251-257, 2006, ISSN: 0889-325X.

[9] Constantinescu Horia1 and Măgureanu Cornelia “Study

of shear behaviour of high performance concrete using

push-off tests” Jaes_1(14)_2, pp.77-82, 2011.

[10] Ding, J. and Li, Z., “Effect of Metakaolin and silica

fume on properties of concrete” ACI Mater J, vol. 99, n.

4, pp. 393-398, 2002. DOI: 10.14359/12222.

[11] Flatt R. J. “Towards a prediction of superplasticized

concrete rheology” RILEM Publications SARL,

Materials and Structures Details, Volume 37, Issue:

269, 2004. ISSN: 1359-5997

[12] HanaaFares, Albert Noumowe and SébastienRemond,

“Self-consolidating Concrete Subjected to High

Temperature: Mechanical and Physicochemical

Properties”, ELSEVIER, Cement and Concrete

Research, Volume 39, Issue 12, pp. 1230–1238,

2009.DOI: 10.1016/j.cemconres.2009.08.001.

[13] Iraqi Standard Specifications IQS 5/1984, “Iraqi

Standard Specifications for Portland Cement” Iraqi

Organization for Standards and Specifications, Baghdad

1984, pp. 8.

[14] Jin Tao, Yong Yuan and Luc Taerwe, “Compressive

Strength of Self-compacting Concrete During High-

Temperature Exposure” Journal of Materials in Civil

Engineering, ASCE, Volume 22, Issue 10, pp. 1005-

1011, 2010.DOI: 10.1061/(ASCE)MT.1943-

5533.0000102

[15] Khayat, K.H., "Workability, Testing, and Performance

of Self-Consolidating Concrete" ACI Materials Journal,


http://link.springer.com/journal/11527/42/10/page/1

http://link.springer.com/search?facet-author=%22N.+Anand%22

http://link.springer.com/search?facet-author=%22G.+Prince+Arulraj%22

http://www.springer.com/engineering/civil+engineering/journal/12205

http://link.springer.com/journal/10694/50/5/page/1





V.96, No.3, May-June, pp346–353, 1999.

DOI: 10.14359/632.

[16] Pedro Serna and Estefania Cuenca, “Shear Behavior of

Self-compacting Concrete and Fibre-Reinforced

Concrete using Push-off Specimen” Springer,Design,

Production and Placement of Self-Consolidating

Concrete, RILEM Book series Volume 1, pp 429-438,

2010.DOI: 10.1007/978-90-481-9664-7_36.

[17] Piasta, J., Sawiez and Rudzinski L., “Change in the

Structure of Hardened Cement Paste Due to High

Temperature” RILEM, Materials and Structures, Vol.17,

No.100, pp 291-296, 1984, Springer.DOI:

10.1007/BF02479085

[18] Wong, R.C.K., Ma, S.K.Y., Wong, R.H.C., Chau, K.T.,

“Shear strength components of concrete under direct

shearing” Sciencedirect, Cement and Concrete Research

37 (8), 1248–1256,

2007.DOI:10.1016/j.cemconres.2007.02.021


http://link.springer.com/book/10.1007/978-90-481-9664-7




http://link.springer.com/bookseries/8781

http://dx.doi.org/10.1016/j.cemconres.2007.02.021

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